Post on 07-Nov-2014
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-2A Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1000.00 kg/m3 Cuantía mínima
fi = 90.00 ° 1.57 Cuantía máximau s/c = 0.50 Esfuerzo cortanteu s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 280.00 kg/cm2 0.07 Pantalla CorteSt = 445.00 kg/cm2 Flexiónfy = 4200.00 kg/cm2 Deslizamientoh = 3.85 m Volteo
Presiones2. PREDIMENSIONAMIENTO Talón Corte
Estimados Adoptados Flexióne = 0.20 m 0.25 m Punta Cortet = 0.40 m 0.25 m Flexión
h1 = 0.40 m 0.25 m 1.50B = 0.39 m 0.00 mL = 1.93 m 5.00 m
hp = 0.50 m 0.35 m
3. DISEÑO DE LA PANTALLA
Ka = 1.00 0.00 Kp = -2.00y = 1.20 m 0.78 m
Ep = 6480.00 kg 0.00 kg Epu = 11664.00 kgM = 7776.00 kg m 0.00 kg m Mu = 13996.80 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm
Corte: Vu/fi = 13722.35 kg OK !Flexión: Ku = 38.77
Cuantía = 0.0114 OK !Acero = 21.68 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 7411.25 kg Ep = - 122.21 M = 9511.10 kg m M p = -14.26
Figura Peso (kg) x (m) M (kg m)1 2160.00 0.13 270.002 0.00 0.00 0.003 3000.00 2.50 7500.004 0.00 0.00 0.005 17100.00 2.63 44887.50
22260.00 kg ###
Fr = 11130.00
FSD = 1.48 REDIMENSIONAR LFSV = 5.53 OK !
5. PRESIONES
x = 1.94 me = 0.56 m
L/6 = 0.83 mS1 = 0.75 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 13340.25 kgMu = 17119.99 kg m
Figura Peso (kg) x (m) M (kg m)1 3240.00 0.13 405.002 0.00 0.00 0.003 4500.00 2.50 11250.004 0.00 0.00 0.005 25650.00 2.63 67331.25
33390.00 kg ###
Diagrama de presiones amplificadox = 1.85 m -0.56 m 5.56 me = 0.65 m
L/6 = 0.83 mS1 = 1.19 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 3600.00 kg/m2ppt = 600.00 kg/m2
4200.00 kg/m2 Wu = 6.30 t/m2
Wu= 6.3 t/m2-0.56 m 5.31 m
11.33 t/m2
11.01 t/m25.16 m 0.15 m
Corte: Vu/fi = 0.68 kg/cm2 OK ! M = 17.86 t mFlexión: Ku = 79.36 b = 100.00 cm
Cuantía 0.0279 0.00 d = 15.00 cm
8. DISEÑO DE LA PUNTA
Carga Repartida (Wu)ppz = 0.00 kg/m2
0.00 kg/m2 Wu = 0.00 t/m2
Wu= 0 t/m2 0.00 t/m2-0.56 m 5.56 m
0.00 t/m2
0.00 t/m20.15 m 0.10 m
5.31 m 0.25 m
Corte: Vu/fi = 0.00 kg/cm2 OK ! M = 0.00 t mFlexión: Ku = 0.00 b = 100.00 cm
Cuantía 0.0000 0.00 d = 15.00 cm
0.0000 OK !
9.00 AREA DE ACEROAREA DE SEPARACION
ELEMENTO CUANTIA ACERO 3/8" 1/2"MURO 0.71 1.27
PANTALLA 0.009135 17.36 0.04 0.07
PANTALLA 8.68 0.08 0.15
ASV1P
ASV2P
PANTALLA 0.00250 1.58 0.45 0.80
PANTALLA 0.00250 3.17 0.22 0.40
TALON 0.02787 41.80 0.02 0.03
TALON 20.90 0.03 0.06
TALON 0.00250 1.25 0.57 1.02
TALON 0.00250 2.50 0.28 0.51
PUNTA 0.00000 0.00 #DIV/0! #DIV/0!
PUNTA 0.00 #DIV/0! #DIV/0!
PUNTA 0.00250 1.25 0.57 1.02
PUNTA 0.00250 2.50 0.28 0.51
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
PLANTA DE INCLAN - MOLLENDO
Cmin = 0.0024Cmax = 0.0120
Vc = 16850.33 kg/cm2
OK ! OK !OK ! OK !REDIMENSIONAR LOK !OK !OK !0.00OK !OK !
Ka = 1.00 Kp = -2.00y = 1.20 m
Ep = 6480.00 kg Epu = 11664.00 kgM = 7776.00 kg m Mu = 13996.80 kg mb = 100.00 cmd = 21.00 cm
Corte: Vu/fi = 13722.35 kg OK ! 3850.00Flexión: Ku = 31.74
Cuantía = 0.0091 OK !Acero = 19.18 cm2
5.56 m
11.86 t/m2
5/8" 3/4" 1"2.00 2.84 5.10
0.12 0.16 0.29
0.23 0.33 0.59
1.27 1.80 3.23
0.63 0.90 1.61
0.05 0.07 0.12
0.10 0.14 0.24
1.60 2.27 4.08
0.80 1.14 2.04
#DIV/0! #DIV/0! #DIV/0!
#DIV/0! #DIV/0! #DIV/0!
1.60 2.27 4.08
0.80 1.14 2.04
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-1 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima
fi = 36.09 ° 0.63 Cuantía máximau s/c = 0.50 Esfuerzo cortanteu s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla CorteSt = 1.33 kg/cm2 Flexiónfy = 4200.00 kg/cm2 Deslizamientoh = 3.50 m Volteo
Presiones2. PREDIMENSIONAMIENTO Talón Corte
Estimados Adoptados Flexióne = 0.20 m 0.25 m Punta Cortet = 0.40 m 0.30 m Flexión
h1 = 0.40 m 0.30 m 1.50B = 0.35 m 0.00 mL = 1.75 m 1.20 m
hp = 0.50 m 0.60 m
3. DISEÑO DE LA PANTALLA
Ka = 0.26 0.26 Kp = 0.22y = 1.07 m 0.67 m
Ep = 2383.34 kg 930.99 kg Epu = 4290.02 kgM = 2542.23 kg m 620.66 kg m Mu = ###b = 100.00 cm 100.00 cmd = 24.00 cm 41.00 cm
Corte: Vu/fi = 5047.08 kg OK !Flexión: Ku = 7.94
Cuantía = 0.0022 0.00Acero = 5.18 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 2851.17 kg Ep = 70.12 M = 3326.36 kg m M p = 14.02
Figura Peso (kg) x (m) M (kg m)1 1920.00 0.18 336.002 192.00 0.03 6.403 864.00 0.60 518.404 0.00 0.00 0.005 5184.00 0.75 3888.00
8160.00 kg 4748.80 kg m
Fr = 4080.00
FSD = 1.47 REDIMENSIONAR LFSV = 1.43 REDIMENSIONAR L
5. PRESIONES
x = 0.17 me = 0.43 m
L/6 = 0.20 mS1 = 3.12 kg/cm2 REDIMENSIONAR
6. FUERZAS EN ROTURAEu = 5132.10 kgMu = 5987.45 kg m
Figura Peso (kg) x (m) M (kg m)1 2880.00 0.18 504.002 288.00 0.03 9.603 1296.00 0.60 777.604 0.00 0.00 0.005 7776.00 0.75 5832.00
12240.00 kg 7123.20 kg m
Diagrama de presiones amplificadox = 0.09 m 0.92 m 0.28 me = 0.51 m
L/6 = 0.20 mS1 = 8.79 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 5760.00 kg/m2ppt = 720.00 kg/m2
6480.00 kg/m2 Wu = 9.72 t/m2
Wu= 9.72 t/m20.92 m -0.02 m
-6.83 t/m2
-70.02 t/m2-0.22 m 0.20 m
Corte: Vu/fi = -1.12 kg/cm2 OK ! M = 3.94 t mFlexión: Ku = 9.84 b = 100.00 cm
Cuantía 0.0027 OK ! d = 20.00 cm
8. DISEÑO DE LA PUNTA
Carga Repartida (Wu)ppz = 0.00 kg/m2
0.00 kg/m2 Wu = 0.00 t/m2
Wu= 0 t/m2 0.00 t/m20.92 m 0.28 m
0.00 t/m2
0.00 t/m20.20 m 0.10 m
-0.02 m 0.30 m
Corte: Vu/fi = 0.00 kg/cm2 OK ! M = 0.00 t mFlexión: Ku = 0.00 b = 100.00 cm
Cuantía 0.0000 0.00 d = 20.00 cm
0.0000 OK !
9.00 AREA DE ACEROAREA DE SEPARACION
ELEMENTO CUANTIA ACERO 3/8" 1/2"MURO 0.71 1.27
PANTALLA 0.007608 18.26 0.04 0.07
PANTALLA 9.13 0.08 0.14
ASV1P
ASV2P
PANTALLA 0.00250 2.00 0.36 0.64
PANTALLA 0.00250 4.00 0.18 0.32
TALON 0.00269 5.38 0.13 0.24
TALON 2.69 0.26 0.47
TALON 0.00250 1.67 0.43 0.76
TALON 0.00250 3.33 0.21 0.38
PUNTA 0.00000 0.00 #DIV/0! #DIV/0!
PUNTA 0.00 #DIV/0! #DIV/0!
PUNTA 0.00250 1.67 0.43 0.76
PUNTA 0.00250 3.33 0.21 0.38
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
PLANTA DE INCLAN - MOLLENDO
Cmin = 0.0024Cmax = 0.0090
Vc = 18433.03 kg/cm2
OK ! AUMENTAR t !0.00 OK !REDIMENSIONAR LREDIMENSIONAR LREDIMENSIONAROK !OK !OK !OK !
Ka = 1.00 Kp = 0.22y = 1.07 m
Ep = 9216.00 kg Epu = 16588.80 kgM = 9830.40 kg m Mu = 17694.72 kg mb = 100.00 cmd = 26.00 cm
Corte: Vu/fi = 19516.24 kg AUMENTAR t !Flexión: Ku = 26.18
Cuantía = 0.0076 OK !Acero = 19.78 cm2
0.28 m
87.94 t/m2
5/8" 3/4" 1"2.00 2.84 5.10
0.11 0.16 0.28
0.22 0.31 0.56
1.00 1.42 2.55
0.50 0.71 1.28
0.37 0.53 0.95
0.74 1.06 1.90
1.20 1.70 3.05
0.60 0.85 1.53
#DIV/0! #DIV/0! #DIV/0!
#DIV/0! #DIV/0! #DIV/0!
1.20 1.70 3.05
0.60 0.85 1.53
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-1 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1000.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 90.00 ° 1.57 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 18433.03 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK ! AUMENTAR t !St = 445.00 kg/cm2 Flexión 0.00 0.00fy = 4200.00 kg/cm2 Deslizamiento OK !h = 4.47 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión 0.00e = 0.20 m 0.30 m Punta Corte OK !t = 0.40 m 0.30 m Flexión OK !
h1 = 0.45 m 0.25 m 1.50B = 0.45 m 0.90 mL = 2.23 m 1.20 m
hp = 0.50 m 0.25 m
3. DISEÑO DE LA PANTALLA
Ka = 0.00 0.00 Kp = -2.00 -4.23 Ka = 1.00y = 1.41 m 0.99 m y = 1.41 m
Ep = 0.00 kg 0.00 kg Epu = 0.00 kg 0.00 kg Ep = 8895.76 kgM = 0.00 kg m 0.00 kg m Mu = 0.00 kg m 0.00 kg m M = 12507.44 kg mb = 100.00 cm 100.00 cm b = 100.00 cmd = 24.00 cm 41.00 cm d = 26.00 cm
Corte: Vu/fi = 0.00 kg OK ! 0.00 kg OK ! Corte: Vu/fi =Flexión: Ku = 0.00 0.00 Flexión: Ku =
Cuantía = 0.0000 0.00 0.0000 0.00 Cuantía =Acero = 0.00 cm2 0.00 cm2 Acero =
4. DESLIZAMIENTO Y VOLTEO
Ea = 0.00 kg Ep = - 62.35 M = 0.00 kg m M p = -5.20
Figura Peso (kg) x (m) M (kg m)1 3036.96 1.05 3188.812 0.00 0.90 0.003 180.00 1.05 189.004 540.00 0.45 243.005 0.00 1.20 0.00
3756.96 kg 3620.81 kg m
Fr = 1878.48FSD = 30.13 OK !FSV = 696.31 OK !
5. PRESIONES
x = 0.96 me = -0.36 m
L/6 = 0.20 mS1 = -0.26 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 0.00 kgMu = 0.00 kg m
Figura Peso (kg) x (m) M (kg m)1 4555.44 1.05 4783.212 0.00 0.90 0.003 270.00 1.05 283.504 810.00 0.45 364.50
5 0.00 1.20 0.005635.44 kg 5431.21 kg m
Diagrama de presiones amplificadox = 0.96 m -1.69 m 2.89 me = -0.36 m
L/6 = 0.20 m -3.85 t/m2S1 = -0.38 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 4218.00 kg/m2ppt = 600.00 kg/m2
4818.00 kg/m2 Wu = 7.23 t/m2
Wu= 7.227 t/m2-1.69 m 1.69 m
-2.25 t/m2
-2.05 t/m21.54 m 0.15 m
Corte: Vu/fi = 0.58 kg/cm2 OK ! M = 1.07 t mFlexión: Ku = 4.77 b = 100.00 cm
Cuantía 0.0013 0.00 d = 15.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 2160.00 kg/m22160.00 kg/m2 Wu = 3.24 t/m2
Wu= 3.24 t/m2 -3.71 t/m2-1.69 m 2.89 m
-3.85 t/m2
-3.51 t/m20.15 m 0.10 m
2.64 m 0.25 m
Corte: Vu/fi = -0.83 kg/cm2 OK ! M = -0.01 t mFlexión: Ku = -0.05 b = 100.00 cm
Cuantía 0.0000 0.00 d = 15.00 cm
0.0000 OK !
9.00 AREA DE ACEROAREA DE SEPARACION
ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4"MURO 0.71 1.27 2.00 2.84
PANTALLA 0.01 23.97 0.03 0.05 0.08 0.12
PANTALLA 11.99 0.06 0.11 0.17 0.24
PANTALLA 0.00250 2.00 0.36 0.64 1.00 1.42
PANTALLA 0.00250 4.00 0.18 0.32 0.50 0.71
TALON 0.00128 1.92 0.37 0.66 1.04 1.48
TALON 0.96 0.74 1.32 2.08 2.96
TALON 0.00250 1.25 0.57 1.02 1.60 2.27
TALON 0.00250 2.50 0.28 0.51 0.80 1.14
PUNTA -0.00001 -0.02 -35.50 -63.50 -100.00 -142.00
PUNTA -0.01 -71.00 -127.00 -200.00 -284.00
PUNTA 0.00250 1.25 0.57 1.02 1.60 2.27
PUNTA 0.00250 2.50 0.28 0.51 0.80 1.14
ASV1P
ASV2P
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
W= 4468Kp = -2.00 Ka = 1.00 Kp = #VALUE!
y = 1.41 mEpu = 16012.37 kg Ep = 6654.34 kg Epu = 11977.81 kgMu = 22513.39 kg m M = 25565.21 kg m Mu = 46017.37 kg m
b = 100.00 cmd = 26.00 cm
18838.08 kg AUMENTAR t ! Corte: Vu/fi = 14091.55 kg OK !33.30 Flexión: Ku = 68.07
0.0100 0.00 Cuantía = 0.0260 0.0025.97 cm2 Acero = 67.50 cm2
Diametro Area Espaciam.
pulg. m.
3/8" 0.71 0.011/2" 1.27 0.025/8" 1.98 0.033/4" 2.94 0.041" 5.1 0.08
cm2
1"5.10
0.21
0.43
2.55
1.28
2.66
5.31
4.08
2.04
-255.00
-510.00
4.08
2.04
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M1 Proyecto:
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 36.09 ° 0.63 Cuantía máxima Cmax = 0.0075u s/c = 0.50 Esfuerzo cortante Vc = 13321.36 kg/cm2
u s/s = 0.55Gc = 2400.00 kg/m3 RESULTADOSf`c = 175.00 kg/cm2 0.04 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento OK !h = 3.50 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.35 m 1.50B = 0.35 m 0.35 mL = 1.75 m 1.75 m
hp = 0.50 m 0.00 m
3. DISEÑO DE LA PANTALLA
Ka = 0.26 0.26 Kp = 0.22 4.12y = 1.05 m 0.67 m
Ep = 2309.45 kg 930.99 kg Epu = 4157.00 kg 1675.79 kgM = 2424.92 kg m 620.66 kg m Mu = 4364.85 kg m 1117.19 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm
Corte: Vu/fi = 4890.59 kg OK ! 1971.52 kg OK !Flexión: Ku = 12.09 0.66
Cuantía = 0.0034 OK ! 0.0002 0.00Acero = 6.38 cm2 0.72 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 2851.17 kg Ep = - M = 3326.36 kg m M p = 0.00
Figura Peso (kg) x (m) M (kg m)1 1890.00 0.48 897.752 0.00 0.35 0.003 1176.00 1.05 1234.804 294.00 0.18 51.455 6520.50 1.18 7661.59
9880.50 kg 9845.59 kg m
Fr = 4940.25FSD = 1.73 OK !FSV = 2.96 OK !
5. PRESIONES
x = 0.66 me = 0.22 m
L/6 = 0.29 mS1 = 0.98 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 5132.10 kgMu = 5987.45 kg m
Figura Peso (kg) x (m) M (kg m)1 2835.00 0.48 1346.632 0.00 0.35 0.003 1764.00 1.05 1852.204 441.00 0.18 77.18
MEJORAMIENTO VIA PRINCIPAL MATALAQUE
5 9780.75 1.18 11492.3814820.75 kg 14768.38 kg m
Diagrama de presiones amplificadox = 0.59 m -0.03 m 1.78 me = 0.28 m
L/6 = 0.29 m 16.67 t/m2S1 = 1.67 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 5670.00 kg/m2ppt = 840.00 kg/m2
6510.00 kg/m2 Wu = 9.77 t/m2
Wu= 9.765 t/m2-0.03 m 1.18 m
11.04 t/m2
8.70 t/m20.93 m 0.25 m
Corte: Vu/fi = 5.59 kg/cm2 OK ! M = 3.91 t mFlexión: Ku = 6.25 b = 100.00 cm
Cuantía 0.0023 OK ! d = 25.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 840.00 kg/m2840.00 kg/m2 Wu = 1.26 t/m2
Wu= 1.26 t/m2 15.73 t/m2-0.03 m 1.78 m
16.67 t/m2
13.39 t/m20.25 m 0.10 m
1.43 m 0.35 m
Corte: Vu/fi = 1.76 kg/cm2 OK ! M = 0.96 t mFlexión: Ku = 1.54 b = 100.00 cm
Cuantía 0.0005 0.00 d = 25.00 cm
0.0007 OK !
9.00 AREA DE ACEROAREA DE SEPARACION
ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.003358 6.38 0.11 0.20 0.31 0.45 0.80
PANTALLA 3.19 0.22 0.40 0.63 0.89 1.60
PANTALLA 0.00200 1.27 0.56 1.00 1.57 2.24 4.02
PANTALLA 0.00200 2.53 0.28 0.50 0.79 1.12 2.02
TALON 0.00225 5.63 0.13 0.23 0.36 0.50 0.91
TALON 2.82 0.25 0.45 0.71 1.01 1.81
TALON 0.00250 2.08 0.34 0.61 0.96 1.37 2.45
TALON 0.00250 4.17 0.17 0.30 0.48 0.68 1.22
PUNTA 0.00055 1.37 0.52 0.93 1.46 2.07 3.72
PUNTA 0.69 1.04 1.85 2.92 4.15 7.45
PUNTA 0.00250 2.08 0.34 0.61 0.96 1.37 2.45
PUNTA 0.00250 4.17 0.17 0.30 0.48 0.68 1.22
ASV1P
ASV2P
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-2 Proyecto: MATALAQUE
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin =
fi = 36.00 ° 0.63 Cuantía máxima Cmax =u s/c = 0.50 Esfuerzo cortante Vc =u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión 0.00fy = 4200.00 kg/cm2 Deslizamiento OK !h = 2.40 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión 0.00e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.30 m 1.50B = 0.24 m 0.25 mL = 1.20 m 1.20 m
hp = 0.50 m 0.00 m
3. DISEÑO DE LA PANTALLA
Ka = 0.26 0.26 Kp = 0.17 4.11y = 0.70 m 0.30 m
Ep = 1030.42 kg 189.26 kg Epu = 1854.75 kg 340.67 kgM = 721.29 kg m 56.78 kg m Mu = 1298.32 kg m 102.20 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm
Corte: Vu/fi = 2182.06 kg OK ! 400.79 kg OK !Flexión: Ku = 3.60 0.06
Cuantía = 0.0010 0.00 0.0000 0.00Acero = 1.83 cm2 0.07 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 1345.85 kg Ep = - M = 1076.68 kg m M p = 0.00
Figura Peso (kg) x (m) M (kg m)1 1260.00 0.38 472.502 0.00 0.25 0.003 684.00 0.73 495.904 180.00 0.13 22.505 2646.00 0.85 2249.10
4770.00 kg 3240.00 kg m
Fr = 2385.00FSD = 1.77 OK !FSV = 3.01 OK !
5. PRESIONES
x = 0.45 me = 0.15 m
L/6 = 0.20 mS1 = 0.69 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 2422.53 kgMu = 1938.02 kg m
Figura Peso (kg) x (m) M (kg m)1 1890.00 0.38 708.752 0.00 0.25 0.003 1026.00 0.73 743.854 270.00 0.13 33.755 3969.00 0.85 3373.65
7155.00 kg 4860.00 kg m
Diagrama de presiones amplificadox = 0.41 m -0.03 m 1.23 me = 0.19 m
L/6 = 0.20 mS1 = 1.17 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 3780.00 kg/m2ppt = 720.00 kg/m2
4500.00 kg/m2 Wu = 6.75 t/m2
Wu= 6.75 t/m2-0.03 m 0.73 m
6.91 t/m2
5.00 t/m20.53 m 0.20 m
Corte: Vu/fi = 2.42 kg/cm2 OK ! M = 1.05 t mFlexión: Ku = 2.62 b = 100.00 cm
Cuantía 0.0007 0.00 d = 20.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 600.00 kg/m2600.00 kg/m2 Wu = 0.90 t/m2
Wu= 0.9 t/m2 10.72 t/m2-0.03 m 1.23 m
11.68 t/m2
8.82 t/m20.20 m 0.10 m
0.93 m 0.30 m
Corte: Vu/fi = 1.21 kg/cm2 OK ! M = 0.48 t mFlexión: Ku = 1.20 b = 100.00 cm
Cuantía 0.0003 0.00 d = 20.00 cm
0.0004 OK !
9.00 AREA DE ACEROAREA DE SEPARACION
ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8"MURO 0.71 1.27 2.00
PANTALLA 0.000962 1.83 0.39 0.69 1.09
PANTALLA 0.92 0.78 1.39 2.19
PANTALLA 0.00200 1.27 0.56 1.00 1.57
PANTALLA 0.00200 2.53 0.28 0.50 0.79
TALON 0.00070 1.40 0.51 0.91 1.43
TALON 0.70 1.01 1.81 2.86
TALON 0.00250 1.67 0.43 0.76 1.20
TALON 0.00250 3.33 0.21 0.38 0.60
PUNTA 0.00032 0.64 1.11 1.98 3.13
PUNTA 0.32 2.22 3.97 6.25
PUNTA 0.00250 1.67 0.43 0.76 1.20
PUNTA 0.00250 3.33 0.21 0.38 0.60
ASV1P
ASV2P
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
0.00240.0090
14592.82 kg/cm2
11.68 t/m2
3/4" 1"2.84 5.10
1.55 2.79
3.10 5.57
2.24 4.02
1.12 2.02
2.03 3.64
4.06 7.29
1.70 3.05
0.85 1.53
4.44 7.97
8.88 15.94
1.70 3.05
0.85 1.53
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: TIPO 1 OBRAASFALTADO DE CALLES P.J. ATALAYA
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 36.00 ° 0.63 Cuantía máxima Cmax = 0.0075u s/c = 0.50 Esfuerzo cortante Vc = 13321.36 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 175.00 kg/cm2 0.04 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento OK !h = 3.75 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.40 m 1.50B = 0.38 m 0.60 mL = 1.88 m 1.90 m
hp = 0.50 m 0.50 m
3. DISEÑO DE LA PANTALLA
Ka = 0.26 0.26 Kp = 0.17 4.11y = 1.12 m 0.75 m
Ep = 2622.19 kg 1182.88 kg Epu = 4719.94 kg 2129.18 kgM = 2928.11 kg m 887.16 kg m Mu = 5270.60 kg m 1596.88 kg mb = 100.00 cm 100.00 cmd = 21.00 cm 41.00 cm
Corte: Vu/fi = 5552.87 kg OK ! 2504.91 kg OK !Flexión: Ku = 11.95 0.95
Cuantía = 0.0044 OK ! 0.0003 0.00Acero = 9.34 cm2 1.03 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 3285.77 kg Ep = 38.19 M = 4107.21 kg m M p = 6.37
Figura Peso (kg) x (m) M (kg m)1 2010.00 0.73 1457.252 0.00 0.60 0.003 1248.00 1.25 1560.004 576.00 0.30 172.805 6331.50 1.38 8705.81
10165.50 kg 11895.86 kg m
Fr = 5082.75FSD = 1.57 OK !FSV = 2.90 OK !
5. PRESIONES
x = 0.77 me = 0.18 m
L/6 = 0.32 mS1 = 0.85 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 5914.38 kgMu = 7392.98 kg m
Figura Peso (kg) x (m) M (kg m)1 3015.00 0.73 2185.882 0.00 0.60 0.003 1872.00 1.25 2340.004 864.00 0.30 259.205 9497.25 1.38 13058.72
15248.25 kg 17843.79 kg m
Diagrama de presiones amplificadox = 0.69 m -0.16 m 2.06 me = 0.26 m
L/6 = 0.32 m 14.73 t/m2S1 = 1.47 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 6030.00 kg/m2ppt = 960.00 kg/m2
6990.00 kg/m2 Wu = 10.49 t/m2
Wu= 10.485 t/m2-0.16 m 1.21 m
8.64 t/m2
6.49 t/m20.91 m 0.30 m
Corte: Vu/fi = 5.79 kg/cm2 OK ! M = 3.68 t mFlexión: Ku = 4.09 b = 100.00 cm
Cuantía 0.0015 OK ! d = 30.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 1440.00 kg/m21440.00 kg/m2 Wu = 2.16 t/m2
Wu= 2.16 t/m2 14.02 t/m2-0.16 m 2.06 m
14.73 t/m2
11.87 t/m20.30 m 0.10 m
1.66 m 0.40 m
Corte: Vu/fi = 1.44 kg/cm2 OK ! M = 1.20 t mFlexión: Ku = 1.33 b = 100.00 cm
Cuantía 0.0005 0.00 d = 30.00 cm
0.0006 OK !
9.00 AREA DE ACERO
AREA DE SEPARACION
ELEMENTO TIPO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.004446 9.34 0.08 0.14 0.21 0.30 0.55
PANTALLA 4.67 0.15 0.27 0.43 0.61 1.09
PANTALLA 0.00250 1.75 0.41 0.73 1.14 1.62 2.91
PANTALLA 0.00250 3.50 0.20 0.36 0.57 0.81 1.46
TALON 0.00146 4.39 0.16 0.29 0.46 0.65 1.16
TALON 2.20 0.32 0.58 0.91 1.29 2.32
TALON 0.00250 2.50 0.28 0.51 0.80 1.14 2.04
TALON 0.00250 5.00 0.14 0.25 0.40 0.57 1.02
PUNTA 0.00047 1.41 0.50 0.90 1.42 2.01 3.62
PUNTA 0.71 1.01 1.80 2.84 4.03 7.23
PUNTA 0.00250 2.50 0.28 0.51 0.80 1.14 2.04
PUNTA 0.00250 5.00 0.14 0.25 0.40 0.57 1.02
ASV1P
ASV2P
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: TIPO 2 OBRAASFALTADO DE CALLES P.J. ATALAYA
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 36.00 ° 0.63 Cuantía máxima Cmax = 0.0075u s/c = 0.50 Esfuerzo cortante Vc = 13321.36 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 175.00 kg/cm2 0.04 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento OK !h = 2.60 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.20 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.30 m 1.50B = 0.26 m 0.30 mL = 1.30 m 1.30 m
hp = 0.50 m 0.00 m
3. DISEÑO DE LA PANTALLA
Ka = 0.26 0.26 Kp = 0.17 4.11y = 0.77 m 0.37 m
Ep = 1236.03 kg 282.72 kg Epu = 2224.86 kg 508.90 kgM = 947.63 kg m 103.66 kg m Mu = 1705.73 kg m 186.60 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm
Corte: Vu/fi = 2617.48 kg OK ! 598.71 kg OK !Flexión: Ku = 4.73 0.11
Cuantía = 0.0017 OK ! 0.0000 0.00Acero = 3.24 cm2 0.12 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 1579.50 kg Ep = - M = 1368.90 kg m M p = 0.00
Figura Peso (kg) x (m) M (kg m)1 1104.00 0.45 496.802 138.00 0.33 46.003 720.00 0.80 576.004 216.00 0.15 32.405 3105.00 0.93 2872.13
5283.00 kg 4023.33 kg m
Fr = 2641.50FSD = 1.67 OK !FSV = 2.94 OK !
5. PRESIONES
x = 0.50 me = 0.15 m
L/6 = 0.22 mS1 = 0.68 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 2843.11 kgMu = 2464.03 kg m
Figura Peso (kg) x (m) M (kg m)1 1656.00 0.45 745.202 207.00 0.33 69.003 1080.00 0.80 864.004 324.00 0.15 48.605 4657.50 0.93 4308.19
7924.50 kg 6034.99 kg m
Diagrama de presiones amplificadox = 0.45 m -0.05 m 1.35 me = 0.20 m
L/6 = 0.22 m 11.71 t/m2S1 = 1.17 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 4140.00 kg/m2ppt = 720.00 kg/m2
4860.00 kg/m2 Wu = 7.29 t/m2
Wu= 7.29 t/m2-0.05 m 0.80 m
6.94 t/m2
5.21 t/m20.60 m 0.20 m
Corte: Vu/fi = 2.87 kg/cm2 OK ! M = 1.31 t mFlexión: Ku = 3.27 b = 100.00 cm
Cuantía 0.0012 OK ! d = 20.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 720.00 kg/m2720.00 kg/m2 Wu = 1.08 t/m2
Wu= 1.08 t/m2 10.84 t/m2-0.05 m 1.35 m
11.71 t/m2
9.11 t/m20.20 m 0.10 m
1.05 m 0.30 m
Corte: Vu/fi = 1.20 kg/cm2 OK ! M = 0.50 t mFlexión: Ku = 1.24 b = 100.00 cm
Cuantía 0.0004 0.00 d = 20.00 cm
0.0006 OK !
9.00 AREA DE ACERO
AREA DE SEPARACION
ELEMENTO TIPO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.001706 3.24 0.22 0.39 0.62 0.88 1.57
PANTALLA 1.62 0.44 0.78 1.23 1.75 3.15
PANTALLA 0.00250 1.58 0.45 0.80 1.27 1.80 3.23
PANTALLA 0.00250 3.17 0.22 0.40 0.63 0.90 1.61
TALON 0.00116 2.33 0.30 0.55 0.86 1.22 2.19
TALON 1.17 0.61 1.09 1.72 2.44 4.38
TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05
TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
PUNTA 0.00044 0.88 0.81 1.44 2.27 3.23 5.80
PUNTA 0.44 1.61 2.89 4.55 6.45 11.59
PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05
PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
ASV1P
ASV2P
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO M4 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOS
1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
0.00 ° 0.00 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 49154.75 kg/cm2u s/s = 0.55
2400.00 kg/m3 RESULTADOSf `c = 210.00 kg/cm2 0.05 Pantalla Corte AUMENTAR t !
St = 445.00 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento REDIMENSIONAR Lh = 6.70 m Volteo REDIMENSIONAR L
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión #NUM!e = 0.50 m 0.50 m Punta Corte OK !t = 0.70 m 0.70 m Flexión 0.00
h1 = 0.70 m 0.70 mB = 1.00 m 1.00 mL = 4.00 m 4.00 m
hp = 0.80 m 0.80 m
3. DISEÑO DE LA PANTALLAKa = 1.00
y = 2.00 mEp = 31329.00 kg Epu = 56392.20 kgM = 62658.00 kg m Mu = 112784.40 kg mb = 100.00 cmd = 64.00 cm
Corte: Vu/fi = 66343.76 kg AUMENTAR t !Flexión: Ku = 27.54
Cuantía = 0.0080 OK !Acero = 51.51 cm2
4. DESLIZAMIENTO Y VOLTEOE = 40401.00 kgM = 90228.90 kg m
Figura Peso (kg) x (m) M (kg m)1 7200.00 1.45 10440.002 1440.00 1.13 1632.003 5040.00 2.50 12600.004 1680.00 0.50 840.005 24840.00 2.85 70794.00
40200.00 kg 96306.00 kg m
Fr = 20100.00FSD = 0.50 REDIMENSIONAR LFSV = 1.07 REDIMENSIONAR L
5. PRESIONESx = 0.15 me = 1.85 m
L/6 = 0.67 mS1 = 17.73 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 72721.80 kgMu = 162412.02 kg m
Figura Peso (kg) x (m) M (kg m)1 10800.00 1.45 15660.002 2160.00 1.13 2448.003 7560.00 2.50 18900.004 2520.00 0.50 1260.005 37260.00 2.85 106191.00
60300.00 kg 144459.00 kg m
γs=φ=
γc=
Diagrama de presiones amplificadox = -0.30 m 4.89 m -0.89 me = 2.30 m
L/6 = 0.67 m -135.02 t/m2S1 = -13.50 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 10800.00 kg/m2ppt = 1680.00 kg/m2
12480.00 kg/m2 Wu = 18.72 t/m2
Wu= 18.72 t/m24.89 m -2.59 m
-392.01 t/m2
-482.71 t/m2-3.19 m 0.60 m
Corte: Vu/fi = ### OK ! M = 488.87 t mFlexión: Ku = 135.80 b = 100.00 cm
Cuantía #NUM! #NUM! d = 60.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 2400.00 kg/m22400.00 kg/m2 Wu = 3.60 t/m2
Wu= 3.6 t/m2 -150.14 t/m24.89 m -0.89 m
-135.02 t/m2
-286.19 t/m20.90 m 0.10 m
-1.89 m 1.00 m
Corte: Vu/fi = -17.20 kg/cm2 OK ! M = -116.10 t mFlexión: Ku = -14.33 b = 100.00 cm
Cuantía -0.0036 0.00 d = 90.00 cm
9 AREA DE ACEROELEMENTO AREA DE SEPARACION (m)
DEL TIPO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.008049 51.51 0.01 0.02 0.04 0.06 0.10
PANTALLA 25.76 0.03 0.05 0.08 0.11 0.20
PANTALLA 0.00200 4.27 0.17 0.30 0.47 0.67 1.19
PANTALLA 0.00200 8.53 0.08 0.15 0.23 0.33 0.60
TALON #NUM! #NUM! #NUM! #NUM! #NUM! #NUM! #NUM!
TALON #NUM! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
TALON 0.00200 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
TALON 0.00200 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
PUNTA -0.00364 -32.72 -0.02 -0.04 -0.06 -0.09 -0.16
PUNTA -16.36 -0.04 -0.08 -0.12 -0.17 -0.31
PUNTA 0.00200 18.00 0.04 0.07 0.11 0.16 0.28
PUNTA 0.00200 18.00 0.04 0.07 0.11 0.16 0.28
ASV1P
ASV2P
ASH1P
ASH2P
ASLT1
ASTT2
ASTL1
ASTL2
ASTP1
ASTP2
ASLP1
ASLP2
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-11 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 36.09 ° 0.63 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 14592.82 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 1.33 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento OK !h = 3.50 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.30 m 1.50B = 0.35 m 0.40 mL = 1.75 m 1.75 m
hp = 0.40 m 0.35 m
3. DISEÑO DE LA PANTALLA
Ka = 0.26 0.26 Kp = 0.22 4.12y = 1.07 m 0.67 m
Ep = 2383.34 kg 930.99 kg Epu = 4290.02 kg 1675.79 kgM = 2542.23 kg m 620.66 kg m Mu = 4576.02 kg m 1117.19 kg mb = 100.00 cm 100.00 cmd = 17.50 cm 41.00 cm
Corte: Vu/fi = 5047.08 kg OK ! 1971.52 kg OK !Flexión: Ku = 14.94 0.66
Cuantía = 0.0042 OK ! 0.0002 0.00Acero = 7.27 cm2 0.72 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 2851.17 kg Ep = 23.86 M = 3326.36 kg m M p = 2.78
Figura Peso (kg) x (m) M (kg m)1 1920.00 0.53 1008.002 0.00 0.40 0.003 972.00 1.08 1044.904 288.00 0.20 57.605 6336.00 1.20 7603.20
9516.00 kg 9713.70 kg m
Fr = 4758.00FSD = 1.68 OK !FSV = 2.92 OK !
5. PRESIONES
x = 0.67 me = 0.20 m
L/6 = 0.29 mS1 = 0.92 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 5132.10 kgMu = 5987.45 kg m
Figura Peso (kg) x (m) M (kg m)1 2880.00 0.53 1512.002 0.00 0.40 0.003 1458.00 1.08 1567.354 432.00 0.20 86.405 9504.00 1.20 11404.80
14274.00 kg 14570.55 kg m
Diagrama de presiones amplificadox = 0.60 m -0.05 m 1.80 me = 0.27 m
L/6 = 0.29 m 15.81 t/m2S1 = 1.58 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 5760.00 kg/m2ppt = 720.00 kg/m2
6480.00 kg/m2 Wu = 9.72 t/m2
Wu= 9.72 t/m2-0.05 m 1.15 m
10.11 t/m2
8.36 t/m20.95 m 0.20 m
Corte: Vu/fi = 5.60 kg/cm2 OK ! M = 3.64 t mFlexión: Ku = 9.09 b = 100.00 cm
Cuantía 0.0025 OK ! d = 20.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 960.00 kg/m2960.00 kg/m2 Wu = 1.44 t/m2
Wu= 1.44 t/m2 14.93 t/m2-0.05 m 1.80 m
15.81 t/m2
13.18 t/m20.20 m 0.10 m
1.50 m 0.30 m
Corte: Vu/fi = 1.64 kg/cm2 OK ! M = 0.70 t mFlexión: Ku = 1.74 b = 100.00 cm
Cuantía 0.0005 0.00 d = 20.00 cm
0.0006 OK !
9.00 AREA DE ACERO
AREA DE SEPARACIONELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.004157 7.27 0.10 0.17 0.28 0.39 0.70
PANTALLA 3.64 0.20 0.35 0.55 0.78 1.40
PANTALLA 0.00250 1.46 0.49 0.87 1.37 1.95 3.49
PANTALLA 0.00250 2.92 0.24 0.43 0.68 0.97 1.75
TALON 0.00248 4.95 0.14 0.26 0.40 0.57 1.03
TALON 2.48 0.29 0.51 0.81 1.15 2.06
TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05
TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
PUNTA 0.00046 0.93 0.76 1.37 2.15 3.05 5.48
PUNTA 0.47 1.53 2.73 4.30 6.11 10.97
PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05
PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
ASV1P
ASV2P
ASH1P
ASH2P
ASTT1
ASTT2
ASL1P
ASL2P
ASTT1
ASTT2
ASL1P
ASL2P
MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-10 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 30.00 ° 0.52 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 14592.82 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 445.00 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento REDIMENSIONAR Lh = 3.81 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.30 m 1.50B = 0.38 m 0.45 mL = 1.90 m 1.80 m
hp = 0.50 m 0.40 m
3. DISEÑO DE LA PANTALLA
Ka = 0.33 0.33 Kp = 0.32 3.34y = 1.17 m 0.77 m
Ep = 3691.82 kg 1598.06 kg Epu = 6645.27 kg 2876.51 kgM = 4316.97 kg m 1229.44 kg m Mu = 7770.54 kg m 2212.99 kg mb = 100.00 cm 100.00 cmd = 17.50 cm 41.00 cm
Corte: Vu/fi = 7817.97 kg OK ! 3384.13 kg OK !Flexión: Ku = 25.37 1.32
Cuantía = 0.0073 OK ! 0.0003 0.00Acero = 12.86 cm2 1.43 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 4350.26 kg Ep = 46.09 M = 5521.93 kg m M p = 6.15
Figura Peso (kg) x (m) M (kg m)1 2104.80 0.58 1210.262 0.00 0.45 0.003 972.00 1.13 1093.504 324.00 0.23 72.905 6945.84 1.25 8682.30
10346.64 kg 11058.96 kg m
Fr = 5173.32FSD = 1.20 REDIMENSIONAR LFSV = 2.00 OK !
5. PRESIONES
x = 0.54 me = 0.36 m
L/6 = 0.30 mS1 = 1.29 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 7830.47 kgMu = 9939.47 kg m
Figura Peso (kg) x (m) M (kg m)1 3157.20 0.58 1815.392 0.00 0.45 0.003 1458.00 1.13 1640.254 486.00 0.23 109.355 10418.76 1.25 13023.45
15519.96 kg 16588.44 kg m
Diagrama de presiones amplificadox = 0.43 m 0.51 m 1.29 me = 0.47 m
L/6 = 0.30 m 24.15 t/m2S1 = 2.42 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 6314.40 kg/m2ppt = 720.00 kg/m2
7034.40 kg/m2 Wu = 10.55 t/m2
Wu= 10.5516 t/m20.51 m 0.59 m
11.00 t/m2
7.24 t/m20.39 m 0.20 m
Corte: Vu/fi = 9.53 kg/cm2 OK ! M = 5.76 t mFlexión: Ku = 14.39 b = 100.00 cm
Cuantía 0.0040 OK ! d = 20.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 1080.00 kg/m21080.00 kg/m2 Wu = 1.62 t/m2
Wu= 1.62 t/m2 22.27 t/m20.51 m 1.29 m
24.15 t/m2
18.51 t/m20.20 m 0.10 m
0.99 m 0.30 m
Corte: Vu/fi = 2.54 kg/cm2 OK ! M = 0.99 t mFlexión: Ku = 2.48 b = 100.00 cm
Cuantía 0.0007 0.00 d = 20.00 cm
0.0009 OK !
9.00 AREA DE ACERO
Tipo de AREA DE SEPARACION (m)
ELEMENTO Area de CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO Acero 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.007350 12.86 0.06 0.10 0.16 0.22 0.40PANTALLA 6.43 0.11 0.20 0.31 0.44 0.79PANTALLA 0.00250 1.46 0.49 0.87 1.37 1.95 3.49PANTALLA 0.00250 2.92 0.24 0.43 0.68 0.97 1.75
TALON 0.00400 7.99 0.09 0.16 0.25 0.36 0.64TALON 4.00 0.18 0.32 0.50 0.71 1.28TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
PUNTA 0.00066 1.32 0.54 0.96 1.52 2.15 3.86PUNTA 0.66 1.08 1.92 3.03 4.30 7.73PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
cm2
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MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M-9 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1000.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 0.00 ° 0.00 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 18433.03 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 445.00 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento REDIMENSIONAR Lh = 3.95 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.30 m Punta Corte OK !t = 0.40 m 0.30 m Flexión OK !
h1 = 0.40 m 0.43 m 1.50B = 0.40 m 1.00 mL = 1.98 m 1.50 m
hp = 0.50 m 3.14 m
3. DISEÑO DE LA PANTALLA
Ka = 1.00 1.00 Kp = 1.62 1.62y = 1.18 m 0.82 m
Ep = 6212.81 kg 3001.25 kg Epu = 11183.06 kg 5402.25 kgM = 7300.05 kg m 2451.02 kg m Mu = 13140.10 kg m 4411.84 kg mb = 100.00 cm 100.00 cmd = 22.50 cm 41.00 cm
Corte: Vu/fi = 13156.54 kg OK ! 6355.59 kg OK !Flexión: Ku = 25.96 2.62
Cuantía = 0.0075 OK ! 0.0007 0.00Acero = 16.96 cm2 2.87 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 7801.25 kg Ep = 7,985.17 M = 10271.65 kg m M p = 8357.81
Figura Peso (kg) x (m) M (kg m)1 2538.00 1.15 2918.702 0.00 1.00 0.003 510.00 1.25 637.504 1020.00 0.50 510.005 705.00 1.40 987.00
4773.00 kg 5053.20 kg m
Fr = 2386.50FSD = -12.98 REDIMENSIONAR LFSV = 2.64 OK !
5. PRESIONES
x = -1.09 me = 1.84 m
L/6 = 0.25 mS1 = -0.29 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 14042.25 kgMu = 18488.96 kg m
Figura Peso (kg) x (m) M (kg m)1 3807.00 1.15 4378.052 0.00 1.00 0.003 765.00 1.25 956.254 1530.00 0.50 765.005 1057.50 1.40 1480.50
7159.50 kg 7579.80 kg m
Diagrama de presiones amplificadox = -1.52 m 6.07 m -4.57 me = 2.27 m
L/6 = 0.25 m -3.13 t/m2S1 = -0.31 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 3525.00 kg/m2ppt = 1020.00 kg/m2
4545.00 kg/m2 Wu = 6.82 t/m2
Wu= 6.8175 t/m26.07 m -5.87 m
-4.02 t/m2
-4.25 t/m2-6.20 m 0.32 m
Corte: Vu/fi = -16.48 kg/cm2 OK ! M = 23.25 t mFlexión: Ku = 22.01 b = 100.00 cm
Cuantía 0.0063 OK ! d = 32.50 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 2400.00 kg/m22400.00 kg/m2 Wu = 3.60 t/m2
Wu= 3.6 t/m2 -3.20 t/m26.07 m -4.57 m
-3.13 t/m2
-3.42 t/m20.32 m 0.10 m
-5.00 m 0.43 m
Corte: Vu/fi = -0.80 kg/cm2 OK ! M = 0.02 t mFlexión: Ku = 0.02 b = 100.00 cm
Cuantía 0.0000 0.00 d = 32.50 cm
0.0000 OK !
9.00 AREA DE ACERO
AREA DE SEPARACIONELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.007537 16.96 0.04 0.07 0.12 0.17 0.30
PANTALLA 8.48 0.08 0.15 0.24 0.33 0.60
PANTALLA 0.00250 1.88 0.38 0.68 1.06 1.51 2.71
PANTALLA 0.00250 3.75 0.19 0.34 0.53 0.76 1.36
TALON 0.00629 20.44 0.03 0.06 0.10 0.14 0.25
TALON 10.22 0.07 0.12 0.20 0.28 0.50
TALON 0.00250 2.71 0.26 0.47 0.74 1.05 1.88
TALON 0.00250 5.42 0.13 0.23 0.37 0.52 0.94
PUNTA 0.00001 0.02 35.50 63.50 100.00 142.00 255.00
PUNTA 0.01 71.00 127.00 200.00 284.00 510.00
PUNTA 0.00250 2.71 0.26 0.47 0.74 1.05 1.88
PUNTA 0.00250 5.42 0.13 0.23 0.37 0.52 0.94
ASV1P
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MUROS DE CONTENCIÓN DE CONCRETO ARMADO
MURO: M7 Proyecto: PLANTA DE INCLAN - MOLLENDO
1. DATOS CHEQUEOSGs = 1800.00 kg/m3 Cuantía mínima Cmin = 0.0024
fi = 0.00 ° 0.00 Cuantía máxima Cmax = 0.0090u s/c = 0.50 Esfuerzo cortante Vc = 14592.82 kg/cm2u s/s = 0.55
Gc = 2400.00 kg/m3 RESULTADOSf`c = 210.00 kg/cm2 0.05 Pantalla Corte OK !St = 445.00 kg/cm2 Flexión OK !fy = 4200.00 kg/cm2 Deslizamiento REDIMENSIONAR Lh = 3.39 m Volteo OK !
Presiones OK !2. PREDIMENSIONAMIENTO Talón Corte OK !
Estimados Adoptados Flexión OK !e = 0.20 m 0.25 m Punta Corte OK !t = 0.40 m 0.25 m Flexión OK !
h1 = 0.40 m 0.30 m 2.00B = 0.34 m 1.33 mL = 1.70 m 2.90 m
hp = 0.50 m 1.17 m
3. DISEÑO DE LA PANTALLA
Ka = 1.00 1.00 Kp = 1.62 1.62y = 1.03 m 0.46 m
Ep = 4435.56 kg 1738.89 kg Epu = 7984.01 kg 3130.00 kgM = 4568.63 kg m 805.69 kg m Mu = 8223.53 kg m 1450.23 kg mb = 100.00 cm 100.00 cmd = 19.00 cm 41.00 cm
Corte: Vu/fi = 9392.95 kg OK ! 3682.36 kg OK !Flexión: Ku = 22.78 0.86
Cuantía = 0.0065294 OK ! 0.00022885 0.00Acero = 12.41 cm2 0.94 cm2
4. DESLIZAMIENTO Y VOLTEO
Ea = 10342.89 kg Ep = 1,995.58 M = 11687.47 kg m M p = 778.28
Figura Peso (kg) x (m) M (kg m)1 1854.00 1.45 2688.302 0.00 1.33 0.003 1134.00 2.11 2395.584 954.00 0.66 632.035 7369.65 2.24 16489.59
11311.65 kg 22205.49 kg m
Fr = 5655.83FSD = 0.68 REDIMENSIONAR LFSV = 2.04 OK !
5. PRESIONES
x = 0.93 me = 0.52 m
L/6 = 0.48 mS1 = 0.81 kg/cm2 OK !
6. FUERZAS EN ROTURAEu = 18617.20 kgMu = 21037.44 kg m
Figura Peso (kg) x (m) M (kg m)1 2781.00 1.45 4032.452 0.00 1.33 0.003 1701.00 2.11 3593.364 1431.00 0.66 948.045 11054.48 2.24 24734.39
16967.48 kg 33308.24 kg m
Diagrama de presiones amplificadox = 0.72 m 0.73 m 2.17 me = 0.73 m
L/6 = 0.48 m 15.64 t/m2S1 = 1.56 kg/cm2
7. DISEÑO DEL TALÓNCarga Repartida (Wu)
pps = 5562.00 kg/m2ppt = 720.00 kg/m2
6282.00 kg/m2 Wu = 9.42 t/m2
Wu= 9.423 t/m20.73 m 0.59 m
4.29 t/m2
2.84 t/m20.39 m 0.20 m
Corte: Vu/fi = 11.81 kg/cm2 OK ! M = 8.02 t mFlexión: Ku = 20.05 b = 100.00 cm
Cuantía 0.0057 OK ! d = 20.00 cm
8. DISEÑO DE LA PUNTACarga Repartida (Wu)
ppz = 3180.00 kg/m23180.00 kg/m2 Wu = 4.77 t/m2
Wu= 4.77 t/m2 14.92 t/m20.73 m 2.17 m
15.64 t/m2
13.48 t/m20.20 m 0.10 m
1.87 m 0.30 m
Corte: Vu/fi = 1.24 kg/cm2 OK ! M = 0.85 t mFlexión: Ku = 2.13 b = 100.00 cm
Cuantía 0.0006 0.00 d = 20.00 cm
0.0008 OK !
9.00 AREA DE ACERO
AREA DE SEPARACION
ELEMENTO CUANTIA ACERO 3/8" 1/2" 5/8" 3/4" 1"
MURO 0.71 1.27 2.00 2.84 5.10
PANTALLA 0.006529 12.41 0.06 0.10 0.16 0.23 0.41
PANTALLA 6.21 0.11 0.20 0.32 0.46 0.82
PANTALLA 0.00250 1.58 0.45 0.80 1.27 1.80 3.23
PANTALLA 0.00250 3.17 0.22 0.40 0.63 0.90 1.61
TALON 0.00568 11.37 0.06 0.11 0.18 0.25 0.45
TALON 5.69 0.12 0.22 0.35 0.50 0.90
TALON 0.00250 1.67 0.43 0.76 1.20 1.70 3.05
TALON 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
PUNTA 0.00057 1.14 0.62 1.11 1.75 2.49 4.47
PUNTA 0.57 1.25 2.23 3.51 4.98 8.95
PUNTA 0.00250 1.67 0.43 0.76 1.20 1.70 3.05
PUNTA 0.00250 3.33 0.21 0.38 0.60 0.85 1.53
ASV1P
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